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Recent content by PowersPE80

  1. PowersPE80

    Weld capacity???

    How would you design the weld in the attached detail? The moment is very small (0.5 ft-kips) but I would like to have a calc to back it up. Thanks.
  2. PowersPE80

    Horizontal hairline crack in stucco

    Here is a picture of some of the random hairline cracks. They were already patched up at the time of the site visit. There are plenty of similar cracks that are not patched up. Same question....are the cracks from the stucco shrinking? or the terra cotta backup shrinking...
  3. PowersPE80

    Horizontal hairline crack in stucco

    Hello. I was surveying a 3-story, terra cotta building with stucco exterior. The building has plenty of random hairline cracks, apparently due to shrinkage. At the bottom corner of one of the windows there is a horizontal crack, approximately 8'-10' long, located directly at the bottom corner...
  4. PowersPE80

    One-way slab or steel on metal deck?

    I am designing an underground corridor which connects two buildings. The walls are reinforced concrete basement-type retaining walls. The floor is a concrete slab on grade. There is about 2 feet of soil above the roof of the tunnel. I am trying to decide if the roof should be a one-way...
  5. PowersPE80

    Transferring diapragm shear forces

    Thanks. I have followed the load path. On a related question, do the composite shear studs give my diaphragm additional capacity? I have been designing the diaphragms based on the allowable shear values in the deck catalogs. These allowable values are based on deck size and attachment of...
  6. PowersPE80

    Transferring diapragm shear forces

    Can diaphragm shear forces be transferred from WF beams to slab (on metal deck) diaphragms, and vice versa, within the same diaphragm? Here is my situation: I have (2) diaphragms that are interrupted by a slab opening. The girders run through the opening but they are unbraced (not attached to...
  7. PowersPE80

    All-bolted single-angle connections

    For all-bolted single-angle connections can you confirm that I have calculated the connection capacity correctly? Per AISC Table 10-10. For 2 (3/4") bolts (LRFD design): phi*(Rn) = C * phi(rn) phi*Rn = 1.03 * 15.9 kips phi*Rn = 16.4 kips Is the 16.4 kips the total connection capacity? Or do...
  8. PowersPE80

    Finite element analysis

    I am a structural engineer with 9 years experience. (The discipline next to my screen name incorrectly says civil/environmental). I work on mid-size buildings (1-8 stories) and would consider myself very familiar with many materials...steel, concrete, masonry, wood, cold-formed, etc. Thanks...
  9. PowersPE80

    Finite element analysis

    Hello, Can someone please explain to me, without getting overly technical, what exactly a finite element analysis is? Thanks.
  10. PowersPE80

    CMU core as shear wall

    I have a CMU elevator core that I am using to resist lateral loads. I have been assuming that the 2 walls in the x-direction resist the loads in the x-direction, and the 2 walls in the y-direction resist the loads in the y-direction. Can I assume that all 4 walls of the core are acting as a...
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